Construction Standards for the City of Bristol, Tennessee. Adopted: January 8, 2002

Construction Standards for the City of Bristol, Tennessee Adopted: January 8, 2002 Addendum to the Subdivision Regulations Adopted by the Bristol Tennessee Municipal/Regional Planning Commission November 19, 2001

CONSTRUCTION STANDARDS TABLE OF CONTENTS CHAPTER I - CITY GENERAL PROVISIONS 1. License Requirements... 1 2. Shop Drawings... 1 3. Warranty... 1 4. Testing and Control of Materials... 1 5. Record Drawings... 1 CHAPTER II SANITARY SEWER CONSTRUCTION 1. Scope of Work... 3 2. Pipeline Materials Gravity Sewers... 3 3. Pipeline Materials Sewage Force Main... 6 4. Highway Crossings... 7 5. Railroad Crossings... 8 6. Manhole Design... 9 7. Lines and Grades... 11 8. Excavation for Pipeline Trenches and Manholes... 12 9. Pipe Bedding Gravity Sewers... 15 10. Pipe Installation Gravity Sewers... 16 11. Pipe Installation Sewage Force Mains... 16 12. Backfilling of Pipeline Trenches... 18 13. Pipeline Trenches Within Roadways... 19 14. Unauthorized Excavation and Over-Breakage... 19 15. Installation of Gravity Sewer Pipe to be Encased with TDOT Class A Concrete... 20 16. Check Dams and/or Collars... 20 17. Concrete Cradles, Collars, Check Dams, Anchors, and Encasement... 20 18. Construction Methods when Voids or Caverns are Encountered... 20 19. Rock Excavation... 20 20. Sheeting, Shoring and Bracing of Excavation... 21 21. Connections to Existing Sewers... 21 22. Abandoning Existing Sewers... 21 23. Service Connection Piping... 21 24. Inspection of Gravity Sewer Lines and Sewage Force Mains for Quality, Line and Grade 22 25. Inspection of Gravity Sewer Lines for Deflection... 22 26. Inspection of Gravity Sewer Lines for Infiltration and Inflow... 22 27. Leakage Testing of Force Mains... 24 28. Bypass Pumping... 25 CHAPTER III STORM SEWER CONSTRUCTION 1. Scope of Work... 26 2. Pipeline Materials... 26 3. Highway Crossings... 29 4. Structures and Inlets... 29 5. Headwalls and Flared End Sections... 30 6. Lines and Grades... 30 7. Excavation for Pipeline Trenches and Structures... 31

8. Pipe Bedding... 35 9. Pipe Installation... 36 10. Backfilling of Pipeline Trenches... 37 11. Pipeline Trenches Within Roadways... 38 12. Unauthorized Excavation and Over-Breakage... 39 13. Construction Methods when Voids or Caverns are Encountered... 39 14. Rock Excavation... 39 15. Sheeting, Shoring and Bracing of Excavation... 39 16. Connection to Existing Storm Sewers... 39 17. Abandoning Existing Storm Sewers... 39 18. Inspection of Storm Sewer Lines and Structures... 40 19. Inspection of HDPE Lines for Deflection... 40 CHAPTER IV WATER LINE CONSTRUCTION 1. Scope of Work... 41 2. Location of Water Line... 41 3. Pipeline Materials for Water Lines... 41 4. Lines and Grades... 42 5. Excavation of Pipeline Trenches for Water Lines... 43 6. Pipe Installation and Bedding for Water Lines... 45 7. Concrete Cradles, Collars, Check Dams, Anchors, Kickers and Encasement... 47 8. Backfilling Pipeline Trenches... 47 9. Unauthorized Excavation and Over-Breakage... 49 10. Installation of Water Pipe to be Encased with TDOT Class A Concrete... 49 11. Check Dams and/or Collars... 49 12. Construction Methods when Voids or Caverns are Encountered... 49 13. Rock Excavation... 49 14. Sheeting, Shoring and Bracing of Excavation... 50 15. Connections to Existing Water Lines... 50 16. Abandoning Existing Water Lines... 50 17. Inspection of Water Lines During Construction... 50 18. Testing of Water Lines... 50 19. Disinfection of Water Lines... 51 20. Highway Crossings... 52 21. Railroad Crossings... 53 22. Water Lines for Stream or River Crossings... 54 23. Gate Valves... 54 24. Butterfly Valves... 54 25. Valve Boxes... 55 26. Tapping Sleeves and Valves... 55 27. Air Release Valves and Manholes... 55 28. Blow-Off Hydrants... 56 29. Fire Hydrants... 56 30. Service Connection Piping, Water Meters and Appurtenances... 57 CHAPTER V - ROAD CONSTRUCTION 1. Scope of Work... 59 2. Road Materials... 59 3. Lines and Grades... 60 4. Underground Utilities... 60 5. Traffic Control... 61 6. Erosion and Sediment Control... 61 7. Clearing and Grubbing... 61 8. Removal of Structures and Obstructions... 61 9. Excavation and Undercutting... 61

10. Embankments... 62 11. Final Dressing... 62 12. Subgrade Construction Preparation... 62 13. Base Aggregate... 63 14. Prime Coat... 63 15. Base Course... 63 16. Tack Coat... 63 17. Surface Course... 63 18. Concrete Pavement... 64 19. Concrete Curbs, Gutters and Combined Curb and Gutter... 64 20. Concrete Sidewalks, Driveways and Medians... 64 21. Reinforcing Steel... 65 22. Pavement Markings... 64 23. Street and Traffic Regulation Signs... 64 24. Seeding and Restoration of Soil Areas... 65 25. Riprap... 66 CHAPTER VI LANDSCAPING AND RESTORATION 1. Scope of Work... 67 2. Replacement of Existing Street and Roadways... 67 3. Replacement of Existing Concrete Curbs... 69 4. Replacement of Existing Concrete Sidewalks and Medians... 70 5. Replacement of Existing Driveways... 70 6. Seeding and Restoration of Soil Areas... 70 7. Riprap... 71 CHAPTER VII APPENDICES SANITARY SEWER 1. Standard Sanitary Sewer Line Bedding (SAN-1)... 72 2. Open Cut Road Crossing Details (Asphalt or Bituminous Surface) (SAN-2)... 73 3. Open Cut Road Crossing Details (Concrete or Bituminous Concrete Base) (SAN-3)... 74 4. Flowable Fill Open Cut Road Crossing Detail (SAN-4)... 75 5. Typical Pipe Crossing Sewer Line (SAN-5)... 76 6. Typical Creek Crossing (SAN-6)... 77 7. Standard Sanitary Sewer Line Collar/Check Dam (SAN-7)... 78 8. Standard PVC Sanitary Sewer Force Main Bedding (SAN-8)... 79 9. Standard Sanitary Sewer Manhole (SAN-9)... 80 10. Shallow Sanitary Sewer Manhole (SAN-10)... 81 11. Standard Drop Manhole Assembly (SAN-11)... 82 12. Standard Manhole Frame & Cover (SAN-12)... 83 13. Vented Manhole Frame & Cover (SAN-13)... 84 14. Watertight Manhole Frame & Cover (SAN-14)... 85 15. 4 & 6 Typical Sanitary Sewer Service Connection (SAN-15)... 86 16. 2 Sewage Air & Vacuum Release Valve Assembly (SAN-16)... 87 17. Abandonment of Existing Sewer Line at Manhole (SAN-17)... 88 18. Bored Highway Crossing (SAN-18)... 89 19. Bored Railroad Crossing (SAN-19)... 90 20. Tunnel Crossing (SAN-20)... 91 WATER 1. Standard Water Line Bedding (W-1)... 92 2. Open Cut Road Crossing Details (Asphalt or Bituminous Surface) (W-2)... 93 3. Open Cut Road Crossing Details (Concrete or bituminous Concrete Base) (W-3)... 94 4. Flowable Fill Open Cut Road Crossing Detail (W-4)... 95

5. Typical Pipe Crossing Waterline (W-5)... 96 6. Typical Creek Crossing (W-6)... 97 7. Standard Concrete Encasement (W-7)... 98 8. Typical Line Valve Setting (W-8)... 99 8. Meter Setting for 3/4 Service Reconnections (W-9)... 100 9. Typical Fire Hydrant Setting Using Anchor Couplings (W-10)... 101 10. Typical Fire Hydrant Setting Using All Thread Rods (W-11)... 102 11. 2 Blow-Off Hydrant Assembly (W-12)... 103 12. 4 Blow-Off Valve Assembly (W-13)... 104 13. 2 Air Release Valve Assembly (W-14)... 105 14. 4 Combination Air Release Valve Assembly (W-15)... 106 15. Bored Highway Crossing (W-16)... 107 16. Bored Railroad Crossing (W-17)... 108 17. Tunnel Crossing (W-18)... 109 18. Concrete Blocking For Pipe (W-19)... 110 19. Vertical Anchoring Detail (W-20)... 111

I. General Provisions 1. License Requirements All Contractors must be licensed by the State of Tennessee for the type of work they will be performing on the project. 2. Shop Drawings The Contractor shall submit a minimum of three (3) copies of detailed shop drawings to the City for all material that will be utilized in constructing the project. Installation of material on the project without an associated approved shop drawing will not be allowed. Shop drawings shall be checked by the Contractor and evidence of such checking shall be indicated thereon. The Contractor shall be completely responsible for the accuracy, completeness, compatibility and compliance of the shop drawings with the approved Plans and Specifications. The Contractor shall plainly mark on the shop drawings the item or items in which approval is requested. Failure to do so may result in disapproval of the shop drawing. 3. Warranty For a period of at least one year after final acceptance of the project by the City, the Contractor shall warrant the fitness and soundness of all materials, equipment and work completed on the project. The Contractor shall remedy any defects in the work and pay for any damage to other work resulting there from, which shall appear within a period of one year from the date of final acceptance of the project. 4. Testing And Control Of Materials Materials used in construction of the project, particularly those upon which the strength and durability of the project may depend, shall be subject to inspection and testing to establish conformance with the specification and suitability for the uses intended. The inspection and testing shall be in accordance with accepted standards. The City will select the laboratory or agency that will perform the inspection or testing. Results of the inspecting or testing will be made available to the Contractor. Should the testing or inspection reveal any material that does not comply with the approved Plans and Specifications, the noncompliant material shall be removed from the project. 5. Record Drawings Prior to final acceptance of the Project by the City, the Contractor shall provide the City with construction record drawings. The record drawings shall reflect actual construction information such as dimensions, elevations, locations, materials, etc. of items used on the project. The specific record drawing information required for the different types of construction on the project shall be, but not limited to, the following: a. General Where an underground utility is uncovered the following information shall be shown on the record drawing: (1) The utility type, size, pipe or conduit material and top elevation.

(2) The location of the utility shall be shown on the plan and profile view on the approved Plans. The general direction the utility is laying shall also be shown. (3) The actual clearance between the existing utility and the proposed utility shall also be indicated on the profile view of the approved Plans. b. Sanitary Sewer Construction (1) Manhole size, type, top elevation and invert elevations of all entering or exiting pipes. (2) Pipe size, type, length and slope. (3) Service line size, type, length, slope, depth at clean out, and the station from the downstream manhole where connected to the sewer main. (4) Survey from a Registered Surveyor showing the location of all manholes and cleanouts. The scale of the survey shall be the same as the approved Plans. c. Storm Sewer Construction (1) Manhole size, type, top elevation and invert elevations of all entering or exiting pipes. (2) Pipe size, type, length and slope. (3) Catch basin, drop inlet or grate inlet type, size, throat length, top elevation and invert elevations of all entering or exiting pipes. (4) Headwall or flared end section type, size and invert out elevation. (5) Survey from a Registered Surveyor showing the location of all manholes, drop inlets, catch basins, grate inlets, headwalls and flared end sections. The scale of the survey shall be the same as the approved Plans. d. Water Line Construction (1) Stations of any bends, fittings, blow offs, fire hydrants, air releases or service connections in the water line. (2) Water line type, depth, size and location. (3) Service line type, size, depth, and location of any bends or fittings in the service line. (4) Survey from a Registered Surveyor showing the location of all valves, blow offs, air releases, fire hydrants, detector check vaults, meter boxes and plugs or ends of the water line. The scale of the survey shall be the same as the approved Plans. The City Engineer reserves the right to request other information, in addition to that listed above, to be shown on the record drawings.

II. Sanitary Sewer Construction 1. Scope Of Work The work under this Detailed Specification consists of the furnishing of all labor, materials, equipment and services necessary for the construction of sanitary sewer lines, manholes and force mains for the City of Bristol Tennessee. If the project to be constructed includes materials, equipment or services not covered in these specifications the City Engineer must be contacted for details. 2. Pipeline Materials Gravity Sewers a. General The following pipeline materials are approved for installation in the City of Bristol Tennessee sewer system for sizes 15 inches and smaller: (1) ductile iron pipe and (2) polyvinyl chloride pipe. The City Engineer must be consulted on pipe requirements if industrial waste will flow through the pipe. b. Ductile Iron Pipe (1) Materials, Manufacture and Joints Ductile iron pipe shall be centrifugally cast, manufactured and tested in accordance with the latest revision of ANSI/AWWA Standard C150/A21.50. Pipe shall meet the requirements of the latest revision of ANSI/AWWA C151/A21.51. The pipe shall have a single rubber gasket seal, push on joint conforming to the latest revision of ANSI/AWWA Standard C111/A21.11 unless mechanical joints are specifically required. The pipe shall be furnished with a tar coated outside and the manufacturer s standard cement lined inside to comply with the latest revisions of ANSI/AWWA Standards C104/A21.4 and C151/A21.51. Thickness class of the pipe shall be Pressure Class 350. The City Engineer must be consulted for thickness requirements of pipes larger than 16-inch. The pipe laying length may be either 18 feet or 20 feet. (2) Fittings All fittings for ductile iron pipe shall be pressure Class 350 ductile iron conforming to the latest revision of ANSI/AWWA Standard C111/A21.11 for rubber gasket joints or the latest revision of ANSI/AWWA Standards C110/A21.10 and C153/A21.53 for mechanical joints. Fittings shall be either mechanical joint or single gasket push-on joint as shown in the design or determined during construction. The fittings required at manholes shall be ductile iron. Fittings for services shall be tees for connections to new lines or tapping saddles with O ring gaskets for connections to existing lines. All fittings shall be furnished with a tar coated outside and the manufacturer s standard cement lined inside to comply with the latest revision of ANSI/AWWA Standards C104/A21.4 and C151/A21.51.

(3) Pipe Bedding and Backfill Ductile iron pipe used for gravity sewers shall be laid in a bed of crushed stone meeting the gradation requirements of TDOT, Size No. 8 aggregate to a depth of six (6) inches. Backfill utilizing TDOT Size No. 8 aggregate shall be placed around the pipe to a minimum of 12 inches above the top of the pipe. The backfill must be lightly compacted (85 percent Standard Proctor Density) in such a manner as to not displace, crush, egg or damage the pipe. The bedding and backfill must extend the width of the trench. Bedding and backfill material when the pipe is under or near streets, shoulders, driveways or other travel ways shall be as specified in Paragraph 14. Pipeline Trenches Within Roadways of this Detailed Specification and as shown on the Detail Sheet in the approved Plans. (4) Markings All pipes and fitting shall have plainly marked on the exterior: (a) Nominal Size (b) Class (c) Manufacturer (d) Approved Mark of Independent Testing Laboratory (if required) (e) Quality Control Code (5) Mechanically Restrained Joints Where required for bored highway crossings, bored railroad crossings or stream or river crossings, mechanically restrained joint ductile iron pipe in accordance with the latest revision of AWWA/ANSI Standards C110/A21.10, C111/A21.11 and C151/A21.51 shall be utilized. Pressure Class 350 mechanically restrained joint ductile iron pipe shall be utilized. The restrained joint pipe shall be American Flex- Ring, U. S. Pipe TR Flex, Griffin Pipe SNAP-LOK or approved equal. The gland shall be a heavy section ductile iron casting. The pipe shall be furnished with a minimum nominal length of 18-feet. c. Polyvinyl Chloride Pipe (1) Materials, Manufacture and Joints Polyvinyl chloride pipe for sewer lines shall be manufactured from Class 12454-B or 12454-C Polyvinyl Chloride plastic as defined in the latest revision of ASTM Specification D1748 Rigid Poly (Vinyl Chloride) (PVC) Compounds The pipe and fittings shall conform to and/or exceed the latest revision of ASTM Specification D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings as it applies to Class 12454-B or 12454-C Polyvinyl Chloride plastic pipe. Sanitary sewer pipe shall be SDR 35 or SDR 26 with push-on elastomeric gasket joints designed to allow the pipe to be connected on the job. Push-on joints shall form a watertight seal and lubricants shall conform to the latest revision of ASTM specification D3212. Gaskets shall be vulcanized natural or vulcanized synthetic rubber conforming to the latest revision of ASTM Specification F477. Upon the completion of installation and backfilling, the PVC pipe shall be capable of passing a City Engineer approved 9-arm mandrel having a diameter equal to 95

percent of the inside diameter of the pipe. A minimum of 30 days shall elapse after backfilling has been completed prior to checking for deflection with the mandrel. The pipe shall be furnished with a minimum nominal length of 12.5 feet. All fittings and accessories shall have bell and spigot configurations identical to that of the pipe. The pipe supplier shall furnish special fittings (as approved by the City Engineer) for use in connecting PVC pipe to existing pipe or ductile iron pipe where specified. The pipe and joints shall conform to the ASTM and National Sanitation Foundation Testing Laboratories (NSF) specifications. The Tennessee Department of Environment and Conservation, Division of Water Pollution Control and the City shall approve the pipe and manufacturer. The City Engineer reserves the right at the end of the one year warranty period to run a go-no-go mandrel through selected line segments chosen by the City Engineer. Failure of a line segment to pass this test will require pipeline removal and replacement by the Contractor. All PVC pipe shall be stored at the project site in strict accordance with the manufacturer s recommendations. At all times the Contractor shall be responsible for providing uniform support for each length of pipe stored at the site. PVC pipe that has been bowed by the sun shall not be laid until it has straightened and lies flat without restraint. (2) Pipe Bedding and Backfill PVC pipe shall be laid in a bed of compacted crushed stone meeting the gradation requirements of TDOT, Size No. 8 aggregate to a depth of six (6) inches. Paragraph 10. Pipe Bedding Gravity Sewers of this Detailed Specification covers the requirements of pipe bedding and backfill. A TDOT Size No. 8 aggregate envelope shall be placed around the pipe in 6-inch loose lift layers up to a minimum of 12 inches above the top of the pipe. The backfill must be lightly compacted (85 percent Standard Proctor Density) in such a manner as to not displace, crush, egg or damage the pipe. The bedding and backfill must extend the width of the trench. In addition to the construction procedures outlined in other Paragraphs of this Detailed Specification, PVC pipe shall be installed in full compliance with the latest revision of ASTM Specification D2321, the recommended practice for Underground Installation of Flexible Thermoplastic Sewer Pipe. Bedding and backfill material when the pipe is under or near streets, shoulders, driveways or other travel ways shall be as specified in Paragraph 14. Pipeline Trenches Within Roadways of this Detailed Specification and as shown on the Detail Sheet in the approved Plans. (3) Markings As a minimum the pipe and associated fittings shall have the following data applied to each piece: (a) Nominal Size (b) Type of Material (PVC Cell Classification) (c) SDR or Class (Color Coded) (d) Manufacturer (e) NSF Seal of Approval (f) Quality Control Code

3. Pipeline Materials Sewage Force Main a. General The following pipeline materials are approved for installation in the City of Bristol Tennessee sanitary sewer system for sewage force mains 12-inch and smaller: (1) Pressure Class 350 ductile iron pipe and (2) polyvinyl chloride pipe, DR 14, Pressure Class 200. The City Engineer must be contacted regarding material requirements for sewage force mains larger than 12-inches. b. Ductile Iron Pipe (1) Materials, Manufacture and Joints See Paragraph 2.b.(1) of this Detailed Specification. (2) Fittings See Paragraph 2.b.(2) of this Detailed Specification. (3) Pipe Bedding and Backfill See Paragraph 2.b.(3) of this Detailed Specification. (4) Markings See Paragraph 2.b.(4) of this Detailed Specification. (5) Mechanically Restrained Joints See Paragraph 2.b.(5) of this Detailed Specification. c. Polyvinyl Chloride Pipe (1) Materials, Manufacture and Joints Polyvinyl chloride pipe for sewage force mains shall be made from Class 12454-B or 12454-C Polyvinyl Chloride plastic as defined in the latest revision of ASTM Specification D1784, Specifications for Rigid Poly (Vinyl Chloride) (PVC) Compounds. The pipe shall conform to and/or exceed the Commercial Standard CS-256-63 or the latest revision of ASTM specification D2241 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe (SDR-PR) as it applies to Class 12454-B or 12454-C Polyvinyl Chloride Pipe. The Pipe shall be DR 14 with a water pressure rating of 200 psi at 23 C (73.4 F). All pipes shall have push-on elastomeric bell end joints designed so that the pipe may be connected on the job without the use of solvent cement or any special equipment. Push-on joints and lubricants shall conform to the latest revision of ASTM Specification D3139. Gaskets shall be vulcanized natural or vulcanized synthetic rubber conforming to the latest revision of ASTM Specification F477-76. The pipe shall be furnished in nominal lengths of 18 or 20 feet. All PVC pipe shall be stored at the project site in strict accordance with the manufacturer s recommendations. The Contractor shall be responsible for providing uniform support for each length of pipe stored at the site. PVC pipe that has been bowed by the sun shall not be laid until it has straightened and lies flat without restraint.

(2) Fittings All fittings for PVC pipe shall be Class 350 mechanical joint ductile iron as specified in Paragraph 2.b.(2) of this Detailed Specification. (3) Pipe Bedding and Backfill See Paragraph 2.c.(2) of this Detailed Specification. If PVC pipe is utilized, locater wire shall be installed 6-inches above the top of the pipe and non-detectable warning tape must be installed 12-inches below the finished grade. (4) Markings See Paragraph 2.c.(3) of this Detailed Specification. 4. Highway Crossings a. Bored Highway Crossings Where bored highway crossings are required on the drawings, the bore shall be made with a casing pipe as specified in Paragraph 5. of this Detailed Specification. The casing pipe shall be jacked through the bored hole with no disturbances to the ground surface. A minimum of four (4) feet of cover is required between the top of the casing pipe and the ground surface. The Contractor must coordinate the work with the highway owner and follow any requirements of the highway owner. b. Tunneled Highway Crossings In those locations where boring of the highway cannot be accomplished and tunneling is the only acceptable method, the Contractor shall contact the City Engineer for the requirements to be utilized. c. Open Cut Highway Crossings Open cut highway crossings can be utilized when permitted. The open cut crossing shall meet the following requirements: (1) All backfill, except for the pipe bedding envelope, shall be TDOT Class A, Grade D aggregate. The backfill shall be placed in a maximum of 8-inch lifts and compacted to not less than 95 percent of maximum density determined in accordance with AASHTO T 99, Method D. (2) Unless otherwise approved by the City Engineer, at least one-half of the traveled portion of the highway must be open to traffic at all times. (3) The Contractor shall keep the pipeline trench width to a minimum to prevent excessive disturbance of the existing pavement. All pavements shall be saw cut. (4) Unless otherwise approved, the top of the proposed sewer line shall be at least four (4) feet below State Highways and three (3) feet below Sullivan County or City Streets. (5) The Contractor shall post warning signs and flagmen per the requirements of the Manual on Uniform Traffic Control Devices and the City Engineer.

(6) The Contractor must maintain the trench until permanent restoration occurs. Maintenance shall consist of, but not be limited to, dust control and ridability (surface smoothness). The Contractor is strongly encouraged to temporarily pave all highway trenches in order to minimize trench maintenance. If the Contractor fails to adequately maintain the highway trenches, the City Engineer will require temporary pavement to be placed in the trenches. The Contractor shall be fully responsible for the successful operation, without interruption, of traffic and shall be held responsible for returning the highway to its original condition. The Contractor shall be responsible for any settlement that occurs as a result of his work. Where required, trenches shall be temporarily bridged with a minimum ½- inch steel plate for the convenience of the traveling public. The City Engineer may require the use of flowable fill for backfilling of open cut trenches in highways. When required, the flowable fill shall meet the requirements of the latest revision of the TDOT Standard Specifications for Road and Bridge Construction, Section 204. The use of flowable fill in trenches may require temporarily bridging the trench with a minimum ½-inch steel plate for the convenience of the traveling public. 5. Railroad Crossings a. General Where shown on the Plans, railroad crossings for the gravity sewers shall be bored so as to prevent interruption to train traffic and to prevent later settlement of the railway bed. If the railroad crossing requires tunneling then the Contractor shall contact the City Engineer for the material and installation requirements. The Contractor must be fully equipped and experienced in the installation of pipelines by boring or tunneling methods. The Contractor shall be fully responsible for the successful operation without interruption of rail traffic and shall be held responsible for any settlement, which occurs as a result of his work. The Contractor should familiarize himself with the requirements of the railroad within whose rights-of-way the Contractor is working. The Contractor shall pay for any insurance to the amount and extent required by the railroad involved. b. Steel Casing Pipe Generally, pipeline crossings of railroads shall be made by boring and jacking a smooth wall steel casing pipe under the roadbed and inserting a carrier pipe. The steel casing pipe shall be manufactured and tested in accordance with the latest revision of ASTM Specification A139 or A53, Grade B with a wall thickness as shown on the Detail Sheet or specified. The steel pipe shall have a minimum yield strength of 35,000 psi and meet the requirements of the American Railway Engineering and Maintenance-of-Way Association (AREMA). The steel casing pipe shall be so constructed as to prevent leakage of any substance form the casing throughout its length except at the ends. The steel casing pipe shall be so installed to prevent the formation of a waterway under the railroad, have an even bearing throughout its length, and shall slope to one end. Bored installations shall have a bored hole diameter essentially the same as the outside diameter of the casing pipe. If voids should develop or if the bored hole diameter is greater than the outside diameter of the pipe by more than one (1) inch, remedial measures as approved by the Railway Company and the City Engineer shall be taken. Boring operations shall not be stopped if such stoppage would be detrimental to the railroad.

Steel casing pipe where shown shall be as follows: Diameter Casing Pipe (inches) Minimum Casing Pipe Wall Thickness (inches) 12 0.250 14 0.250 16 0.281 20 0.344 24 0.375 30 0.469 36 0.532 40 0.594 6. Manhole Design a. General In order to prevent excessive leakage of water into manholes, special care is warranted in the design and construction of manholes; therefore, this design requires high quality watertight precast concrete manholes. Special emphasis is placed on the connection of the pipeline to the manhole in such a manner as to preclude shearing and/or leakage. For this reason a neoprene boot with an integral expanding band to clamp and seal the boot or an A-lok gasket in the manhole openings is required. Manholes shall have a minimum inside diameter of four (4) feet for pipe connections of 21-inch and smaller. Manholes shall have a minimum inside diameter of five (5) feet for pipe connections of 24-inch and larger. Where manholes are replaced or when new lines connect to existing manholes, a flexible coupling as specified in Paragraph 6.a.(5) hereinafter shall be utilized. Where new lines connect to existing manholes, the opening in the existing manhole must be core drilled. (1) Standard Manhole Frames and Covers Manhole frames shall be furnished and set in a bed of double mastic as shown on the Detail Sheet. Frames shall be bolted to the concrete where indicated on the Plans and/or required by the City Engineer. The standard frame and cover shall be an East Jordan Iron Works, Inc. Model V-1380. The frame shall have a minimum 24- inch opening. Unless otherwise shown on the Plans the covers shall be the solid, machined, self-sealing type with no holes except for watertight pick notches. The surface between the cover and frame shall be machined and shall fit smoothly without rocking and shall be thoroughly cleaned. The frame shall be set in a bed of double mastic so as to constitute a watertight seal between the concrete and the frame. The words Sanitary Sewer shall be cast in the lid. At the end of all line segments, where shown on the drawings, or where approved by the City Engineer, a vented lid shall be substituted. The words Sanitary Sewer shall be cast in the vented lid. Vented lids shall have a 1-square inch opening in each quadrant of the lid for a total of four (4) openings. (2) Watertight Manhole Frames and Covers Watertight manhole frames shall be furnished and set in a bed of double mastic and bolted to the concrete manhole as shown on the detail sheet. The watertight frame and cover shall be an East Jordan Iron Works, Inc. Model V-2150-3. The frame shall

have a minimum 24-inch opening. The surface cover shall be the solid type with no holes except watertight pick notches. The surface between the cover and frame shall fit smoothly without rocking and shall be thoroughly cleaned. The inner cover shall be of the solid type with no holes, shall have not less than two lifting handles and shall have a solid neoprene sealing gasket. The inner cover shall be mechanically sealed by means of a removable metal bar located over the inner cover with a centrally located bronze or stainless steel tightening bolt. This bolt shall have a teehandle or bent-handle for turning. The bolt shall have Acme threads for durability. The inner cover shall have appropriate reinforcing ribs to prevent cracking or distortion when tightened. The inner cover shall have sufficient clearance to allow easy removal from the frame. The frame shall be attached to the manhole barrel by means of four 5/8-inch anchor bolts and shall be set in a bed of double mastic so as to constitute a watertight seal between the barrel and the frame. (3) Manhole Steps Manhole steps shall be made of copolymer polypropylene plastic meeting the latest revision of ASTM Specification D4101 and shall have a ½-inch diameter Grade 60 reinforcing rod through its center meeting the latest revision of ASTM Specification A615. Each step shall be 12-inches in width and capable of carrying a load of 1,000 pounds in the center of the step when projected 6-inches from the wall. Each step shall be equipped with non-skid grooves. (4) Manhole Inverts Manhole inverts shall be precast into the manhole unless otherwise approved by the City Engineer. The inverts shall conform to the requirements of the Detail Sheet. Where poured in place inverts are allowed the inverts shall be formed from TDOT Class A concrete. Poured in place inverts for Straight-through manholes may be formed by laying the pipe straight through the manhole, pouring the concrete invert and then removing the top half of the pipe. Poured in place curved inverts shall form a smooth, even, half-pipe section. The inverts shall conform to the requirements of the Detail Sheet. (5) Connection of Sewer Lines to Manholes The connection of the manhole to the sewer line(s) shall be accomplished utilizing flexible couplings such as A-lok, Kor-N-Seal or an approved equal. The A-lok gasket shall be a neoprene gasket cast into the manhole wall capable of providing the manufacturer s recommended pipe deflection while maintaining a watertight seal. The Kor-N-Seal connection shall consist of a neoprene boot with an internal expanding opening and stainless steel band and clamp. Where main lines enter the manhole two (2) feet or more above the invert, an external drop connection shall be installed. External drop connections shall be made of flanged or mechanical joint, pressure class 350, ductile iron pipe as indicated on the Detail Sheet. The drop connection shall be encased in TDOT Class A concrete and constructed per the Detail Sheet. b. Precast Concrete Manholes Precast manholes shall be constructed on a reinforced concrete foundation. Dry cast or wet cast manholes as modified herein shall be utilized. The bottom section of the manhole shall be precast integrally with the precast ring, shall be a minimum of four (4)

feet in diameter and shall have a minimum base thickness of six (6) inches to the outside wall of the pipe. All concrete shall be TDOT Class D concrete (4,000 psi). Precast concrete rings shall be constructed using standard forms and shall conform to the latest revision of ASTM Specification C478 except that: (1) Reinforcing steel shall be as required for a Class II A wall by the latest revision of ASTM Specification C76. (2) Permissible variations shall be as required by the latest revision of ASTM Specification C76. (3) The concrete mixture shall contain no less than 705 pounds per cubic yard (7.5 bag mix) of Portland Cement for dry cast manholes and no less than 594 pounds per cubic yard (6.3 bag mix) of Portland Cement for wet cast manholes. (4) An eccentric top cone will be allowed provided it meets this Detailed Specification. (5) All joints shall conform to the latest revision of Section 8 of the ASTM Specification C361 except the Contractor shall utilize a double seal of mastic such as Ram-Neck as shown on the detail sheet. (6) The use of fly ash in lieu of Portland Cement is not allowed. The Precast section shall be manufactured and installed in a manner such that there is no visible leakage in the manholes. All manholes shall be installed plumb and level. The manhole sections shall be manufactured in lengths such that a finished manhole will have the least possible number of joints. Where practical, only one section less than four (4) feet in length will be allowed per manhole and that being the section required to bring the manhole to grade. No holes for lifting will be allowed. The precast rings shall be jointed using a double seal of mastic such as Ram-Neck, as shown on the detail sheet, and the joint shall be grouted smooth. The outside surface of all precast manholes shall be coated with two (2) layers of bitumastic coating. If the manufacturer does not install the coating, the Contractor shall apply two (2) layers of the bitumastic coating at right angles to each other. Should a grade ring become necessary to bring the manhole to grade, it shall be set in a bed of double mastic so as to form a watertight seal with the manhole cone. Grade rings shall be no more than a total of 12-inches in height. 7. Lines and Grades Unless otherwise directed by the City Engineer, lines and grades shall be set to conform to those shown on the Plans approved by the City of Bristol Tennessee and the Tennessee Department of Environment and Conservation, Division of Water Pollution Control. Lines and grades shall meet the minimum requirements set out by the Tennessee Department of Environment and Conservation, Division of Water Pollution Control. a. Horizontal Separation Sewers shall be laid at minimum of ten (10) feet horizontally from any existing or proposed water line. The distance shall be measured from edge to edge. Should local conditions prevent a horizontal separation of ten (10) feet, the sewer may be laid closer than the required ten (10) feet if it is laid in a separate trench and if the elevation of the top of the sewer pipe is at least 18 inches below the bottom of the water main.

b. Vertical Separation Whenever sewers must cross under water mains, the sewer shall be laid at such elevation that the top of the sewer pipe is at least 18 inches below the bottom of the water main. When the elevation of the sewer cannot be varied to meet the above requirement, the water main shall be relocated to provide this separation or reconstructed with mechanical-joint pipe for a distance of ten (10) feet on each side of the sewer. One full length of water main should be center over the sewer so that both joints will be as far from the sewer as possible. c. General When it is impractical to obtain proper horizontal and vertical separation as stipulated above, the sewer shall be designed and constructed equal to the water main pipe and shall be pressure-tested to assure water tightness. Such arrangements are discouraged and adequate reason shall be provided to justify the design. The Tennessee Department of Environment and Conservation, Division of Water Pollution Control and the City Engineer must approve any variations from the requirements in this section. 8. Excavation for Pipeline Trenches and Manholes a. General Prior to commencing any excavation, the Contractor must contact Tennessee One Call (1-800-351-1111) and allow appropriate time for any existing underground utilities to be located and marked. The Contractor is encouraged to also contact the respective utilities separately to request utility locating and marking. The Contractor shall install proper erosion and sediment control devices prior to commencing any excavation. Erosion and sediment control device installation and maintenance shall meet the requirements of the latest revision of the Tennessee Erosion and Sediment Control Handbook and the City Engineer. The Contractor shall install traffic control devices prior to commencing work in a public or private right-of-way or travel way. Traffic control device installation and maintenance shall meet the requirements of the latest revision of the Manual on Uniform Traffic Control Devices and the City Engineer. Unless otherwise indicated, trenches shall be excavated in open cut to the depths indicated on the approved Plans and/or as directed by the City Engineer to permit proper bedding of the pipe. The Contractor shall provide adequate facilities for promptly removing water from all excavations. Trenches shall be of sufficient width to provide free working space on each side of the pipe and to permit proper backfilling around the pipe. Unless specifically authorized by the City Engineer, trenches shall not be excavated wider than a total of 24-inches plus the nominal outside diameter of the pipe at the level of the top of the pipe. The clearance between the side of the pipe and the trench wall must be a minimum of 6-inches and cannot exceed 18-inches but the total clearance on both sides of the pipe cannot exceed 24-inches. Unless specifically directed otherwise by the City Engineer or where required to uncover or determine the presence of underground obstructions, not more than 300 feet of trench shall be opened ahead of the pipe laying and not more than 200 feet of open trench shall be left behind the pipe laying. Before laying the pipe, the Contractor shall open the trench far enough ahead to reveal obstructions and verify existing utility locations that

may necessitate changing the line or grade of the pipe. Should the Contractor fail to locate obstructions or uncover existing utilities in advance of the pipe laying, any revisions to change the alignment of the pipe due to the obstruction or utility shall be at no expense to the City. All barricades, lanterns, watchmen, and other such signs and signals as may be necessary to warn the public of the dangers in connection with open trenches, excavations and other obstructions shall be provided by the Contractor. When so required by the TDOT, Sullivan County Highway Department or the City of Bristol Tennessee, one-half of the road crossings shall be excavated, and then temporary bridges consisting of a minimum ½-inch steel plate shall be placed over the trench for the safety and convenience of the traveling public. The remainder of the excavation can then be carried out. All backfilled ditches shall be maintained in such a manner that they offer minimal hazard to the passage of traffic. The Contractor must maintain the trench until permanent restoration occurs. Maintenance shall consist of, but not be limited to, dust control and ridability (surface smoothness). The Contractor is strongly encouraged to temporarily pave all highway trenches in order to minimize trench maintenance. If the Contractor fails to adequately maintain the highway trenches, the City Engineer will require temporary pavement to be placed in the trenches. The safety and convenience of the traveling public and the property owners abutting the improvements shall be taken into consideration. All public or private drives shall be promptly backfilled or bridged. In excavations for masonry and concrete structures, including manholes, the required width shall be such as to permit forms to be constructed in the proper manner and to permit proper backfilling upon completion of the structures. Depth of excavation for footings shall be as shown on the approved Plans and/or as directed by the City Engineer to obtain sufficient bearing. All excavated material not needed for backfilling purposes shall be disposed in a manner satisfactory to the City of Bristol Tennessee. Prior to disposing of the excess material the Contractor should ensure the proposed fill site has been properly permitted by the appropriate governmental agency. The City will not allow disposal of excess material on non-permitted sites. In all public or private rights-of-way or easements, excavations must be limited to the footage of pipe that can be laid and the trench/excavation backfilled in the same day. No trench or excavation can be left open overnight in these areas. All other rules and regulations of the TDOT, Sullivan County Highway Department and the City of Bristol Tennessee shall apply. All excavations shall be accomplished in accordance with applicable safety laws and regulations. The City of Bristol Tennessee does not assume responsibility of any degree or sort for acts of the Contractor. b. Unstable Trench Bottom Material and Undercutting If wet, mucky and/or unstable material is encountered in a trench bottom, the City Engineer may require additional excavation to ensure a firm foundation for the pipe. The quantity of undercutting will be determined by the City Engineer but as a rule of thumb will be a minimum of two (2) feet deep the width of the trench. In such cases, the trench bottom shall be brought back up to proper grade with TDOT Size No. 8 aggregate. However, if subgrade stabilization is not occurring, the City Engineer will direct the Contractor to refill the ditch with TDOT Size No. 3 (2-inch) aggregate until subgrade stabilization is achieved. In general, where No. 3 aggregate is required due to unstable

pipeline trench conditions other than voids or caverns, the ditch shall be capped off with TDOT Size No. 8 aggregate as shown on the Plans. In those areas where voids can be filled without difficulty, the Contractor shall use TDOT rubble-stone riprap (plain) to fill the void, then TDOT Size No. 3 aggregate and finally the TDOT Size No. 8 aggregate. The TDOT Size No. 8 aggregate is considered bedding material. For all other void or cavernous areas, Paragraph 18. Construction Methods when Voids or Caverns are Encountered shall apply. c. Sewage Force Mains The excavation for sewage force mains shall be carried to the depths indicated on the Plans and/or directed by the City Engineer to permit proper bedding of the pipe. Trenches shall be excavated such that the top of the pipe is not less than 36-inches below the surface of the ground. In State Highway rights-of-way, the top of the pipe shall not be less than 48-inches below the surface of the ground. d. Excavation Near Potable Water Lines (1) Horizontal Separation Sewers shall be laid at minimum of ten (10) feet horizontally from any existing or proposed water line. The distance shall be measured from edge to edge. Should local conditions prevent a horizontal separation of ten (10) feet, the sewer may be laid closer than the required ten (10) feet if it is laid in a separate trench and if the elevation of the top of the sewer pipe is at least 18 inches below the bottom of the water main. (2) Vertical Separation Whenever sewers must cross under water mains, the sewer shall be laid at such elevation that the top of the sewer pipe is at least 18 inches below the bottom of the water main. When the elevation of the sewer cannot be varied to meet the above requirement, the water main shall be relocated to provide this separation or reconstructed with mechanical-joint pipe for a distance of ten (10) feet on each side of the sewer. One full length of water main should be center over the sewer so that both joints will be as far from the sewer as possible. (3) General When it is impractical to obtain proper horizontal and vertical separation as stipulated above, the sewer shall be designed and constructed equal to the water main pipe and shall be pressure-tested to assure water tightness. Such arrangements are discouraged and adequate reason shall be provided to justify the design. The Tennessee Department of Environment and Conservation, Division of Water Pollution Control and the City Engineer must approve any variations from the requirements in this section. e. Excavation on Easements Excavation of pipeline trenches on easements shall be performed in such a manner that the private property owner s facilities and grounds shall be restored to as near to their original condition as possible considering the work performed. The grass cover of the areas disturbed due to the excavation shall be the same type as the original undisturbed cover.

Before any excavation is begun or before drilling and blasting, up to a minimum of nine (9) inches of the existing topsoil shall be removed from the work area. The topsoil must be excavated and stockpiled in a manner that prevents contamination with any other material or debris. Should topsoil not be present, a minimum of nine (9) inches of the existing ground cover shall be removed from the work area and stockpiled in a manner as not to contaminate with other materials or debris. Excavated materials suitable for backfill shall be placed at a distance far enough form the ditch to allow excavated rock to be placed next to the trench; however, stockpiling outside the easement shall be done only with the property owner s written permission. f. Removal of Water The Contractor shall at all times during construction provide and maintain means and devices with which to promptly dispose of all water entering the excavations or other parts of the work. All excavations must be kept dry until the structures to be installed therein are completed. No concrete shall be placed in water nor shall water be allowed to rise over structures if there is a danger of flotation or of setting up unequal pressures in the concrete until the concrete has set at least 24 hours and the danger of flotation has been removed. The Contractor shall dispose of water from the work zone in a suitable manner without damage to adjacent property or sewers. No water shall be drained into work built or under construction. The discharge of trench water must meet all requirements of the latest revision of the Tennessee Erosion and Sediment Control Handbook, the Tennessee Department of Environment and Conservation, and the City Engineer. During the laying of sewers and until the sewer pipe has been bedded in place with at least two (2) feet of backfill over the pipe, the Contractor shall keep the groundwater table below the bottom of the trench. Installation of the sewer pipe will not be permitted except in a dry trench. Under no circumstances will trench water be allowed to enter/discharge into existing or proposed sewer lines. The Contractor must take every precaution to prevent water from entering the sewer line. 9. Pipe Bedding Gravity Sewers a. General All gravity sewers shall be laid on a bed of crushed stone meeting the requirements of the TDOT Size No. 8 aggregate. The aggregate shall be free of silt and clay. In general, the trench shall be opened below the bottom of the pipe to the depth previously specified and refilled with the bedding material to provide a firm bed for the bottom quadrant of the pipe at the proper grade and line. When rock is encountered, the trench shall be excavated to a depth of at least six (6) inches below the bottom of the pipe and refilled with the bedding material to provide a firm bed for the bottom quadrant of the pipe. Material as specified hereinbefore shall be brought up evenly along each side of the pipe and tamped so as to secure the line and grade of the pipeline and to prevent damage thereto. b. Bedding and Backfill of Ductile Iron Gravity Sewer Line Ductile iron gravity sewer lines shall be excavated and backfilled as specified in Paragraph 2.b.(3) Pipe Bedding and Backfill, Paragraph 13. Backfilling of Pipeline